A modification to dense sand dynamic simulation capability of Pastor–Zienkiewicz–Chan model

Iraji, Amin; Farzaneh, Orang; Hosseininia, Ehsan Seyedi

doi:10.1007/s11440-013-0291-y

Cited by 17 publications

(7 citation statements)

References 35 publications

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“…11 Nevertheless, the present contribution is based on validating established constitutive models with their reference formulation, using the existing experimental database on KFS. The selection of the models was based on the fact, that they are widely used by geotechnical engineers 24,25,[27][28][29][30][31][32][33][34][35][48][49][50] and the aim of this study is to advise them of potential misuse, errors and discrepancies of models performance.…”

Section: The Generalized Plasticity Framework For Sandsmentioning

confidence: 99%

“…The bulk modulus 𝐾 𝑒𝑣0 = 𝐸∕(3 ⋅ (1 − 2𝜈)) and the shear modulus 𝐺 𝑒𝑠0 = 𝐸∕(2 ⋅ (1 + 𝜈)) are calculated with the Poisson's ratio (𝜈 = 0.35 reported in Wichtmann et al 3 for Karlsruhe fine sand) and the Young's modulus 𝐸, from the initial inclination of the measured 𝑞(𝜖 1 ) curves in the drained monotonic triaxial tests. Pastor et al 1 and subsequently, other authors [24][25][26]49,50 recommended a default value of 𝛼 = 0.45 for different sands, for example, Hostun, Sacramento River, Banding, Niigata, Reid , and Fuji. Hereby, a drained monotonic triaxial test with un-and reloading cycles from 53 (named TMCD4, initial void ratio 𝑒 0 = 0.82) as well as a series of undrained triaxial tests considering pyknotropy effects, as listed in Table 1 (named TMU2, 5, 6, 8, 11, and 12), were used to inspect the influence of 𝛼 on both models.…”

Section: Parameter Calibrationmentioning

confidence: 99%

“…Pastor et al 1 . and subsequently, other authors 24–26,49,50 recommended a default value of

\alpha =0.45

for different sands, for example, Hostun, Sacramento River, Banding, Niigata, Reid , and Fuji. Hereby, a drained monotonic triaxial test with un‐ and reloading cycles from 53 (named TMCD4, initial void ratio

e_0=0.82

) as well as a series of undrained triaxial tests considering pyknotropy effects, as listed in Table 1 (named TMU2, 5, 6, 8, 11, and 12), were used to inspect the influence of α on both models.…”

Section: Inspection Based On Laboratory Data Of Karlsruhe Fine Sand53mentioning

confidence: 99%

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Inspection of two sophisticated models for sand based on generalized plasticity: Monotonic loading and Monte Carlo analysis

Yeh

Tafili

Prada-Sarmiento

et al. 2022

Num Anal Meth Geomechanics

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The generalized plasticity theory has evolved in the last decades and attracts the attention of different research groups, because of characteristics like the absence of an explicit flow surface formulation. This paper presents a detailed inspection of two sophisticated constitutive models for granular soils under monotonic loading: the Pastor‐Zienkiewicz‐Chan (P‐Z‐C) model[1] and the Manzanal‐Merodo‐Pastor (M‐M‐P) model.[2] Even though they are similar in mathematical framework, the P‐Z‐C model requires only eight parameters compared to the M‐M‐P model which requires 18 parameters to describe the material behavior under monotonic loading. Parameters of both models were calibrated based on the extensive experimental database available for monotonic triaxial tests performed on Karlsruhe fine sand by Wichtmann et al.[3] An objective discussion addressing the strengths and weaknesses of each model is presented. Finally, a procedure to identify the most relevant parameters that control different elements in the model like the stiffness, the evolution of dilatancy or the hardening variables is introduced, using the Monte Carlo Toolbox (MCAT) for simulations. Some interesting inferences could be obtained, like the conclusion that the MCAT is a helpful tool for identifying material parameters and their interaction, but it cannot replace the human factor, the experience and objective judgement of the modeller for the calibration of constitutive models.

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Section: The Generalized Plasticity Framework For Sandsmentioning

confidence: 99%

Section: Parameter Calibrationmentioning

confidence: 99%

“…Pastor et al 1 . and subsequently, other authors 24–26,49,50 recommended a default value of

\alpha =0.45

e_0=0.82

Section: Inspection Based On Laboratory Data Of Karlsruhe Fine Sand53mentioning

confidence: 99%

See 1 more Smart Citation

Inspection of two sophisticated models for sand based on generalized plasticity: Monotonic loading and Monte Carlo analysis

Yeh

Tafili

Prada-Sarmiento

et al. 2022

Num Anal Meth Geomechanics

View full text Add to dashboard Cite

show abstract

“…A precise analysis and design need accurate knowledge and definitions of materials' behavior, which necessitate using an appropriate constitutive model. Accordingly, in recent decades, many researchers in the field of geotechnical engineering have tried to propose and develop suitable and relatively accurate constitutive models to appropriately show the behavior of soils (see, for example, [1][2][3][4]). On the other hand, one of the situations that may result in the failure of structures is related to dynamic and cyclic loading of soils and the related problems, such as liquefaction observed during earthquakes [5][6][7][8][9][10][11][12][13][14].…”

Section: Introductionmentioning

confidence: 99%

Modification of the Reloading Plastic Modulus in Generalized Plasticity Models for Soil by Introducing a New Equation for the Memory Parameter in Cyclic Loadings

Oliaei,

Kamgar,

Heidarzadeh

et al. 2024

Applied Sciences

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Nowadays, with the widespread supply of very powerful laboratory and computer equipment, it is expected that the analyses conducted for geotechnical problems are carried out with very high precision. Precise analyses lead to better knowledge of structures’ behavior, which, in turn, reduces the costs related to uncertainty of materials’ behavior. A precise analysis necessitates a precise knowledge and definition of the behavior of the constituent materials, which itself requires applying an appropriate constitutive model to show the behavior of materials. Constitutive models used in the generalized plasticity framework are very powerful constitutive models for the simulation of sand behavior. However, the simulation of a cyclic behavior in these models, especially the simulation of the undrained cyclic behavior, is not well-recognized. In this study, in order to eliminate the weakness of generalized constitutive models under cyclic loading, a new equation is presented to substitute the so-called coefficient of the discrete memory factor to consider the loading history in such a way that the plastic modulus is modified during reloading and, as a result, more appropriate predictions of sand behavior are obtained. The performance accuracy of the proposed coefficient was evaluated in accordance with the experimental data. Finally, the results show that after using the modification of the loading history coefficient, predictions of the constitutive model are significantly improved.

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“…The asymptotic state is a more general concept than critical state, critical state being a special case of the asymptotic state when the volumetric strain increment is zero. In fact, the stressdilatancy theory by Rowe [27] or the flow rule can also be considered as an asymptotic state, which is widely used to develop plastic constitutive models for soils [17,34]. Zhang [43] and Zhang and Song [45] indicated that the change of the asymptotic stress state with the strain increment ratio is mainly governed by the compression-dilatancy coupling effect.…”

Section: Introductionmentioning

confidence: 99%

Experimental investigation of asymptotic state for anisotropic sand

2014

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The asymptotic behavior of soil under constant strain increment ratio is a topic of current research interest. In this paper, the effect of anisotropy on the asymptotic behavior of sand is investigated. A new device is developed for testing soil samples along paths with constant strain increment ratio. This triaxial test apparatus with hydraulic loading systems is particularly suitable to study the asymptotic behavior of soil. An extensive testing program was carried out on specimens prepared with different sedimentation directions. The effect of anisotropy on the asymptotic stress ratio is shown. Experimental results show that the inherent anisotropy of compressibility has a greater effect on the asymptotic ratio than the strength anisotropy. Finally, an equation is formulated to quantitatively determine the relation between the asymptotic stress ratio and strain increment ratio for anisotropic sand, and its effectiveness is confirmed experimentally.Keywords Anisotropy Á Asymptotic behavior Á Asymptotic stress ratio Á Constant strain increment ratio List of symbols r 0 a Axial effective stress r 0 r Lateral effective stress r 1 , r 3Major and minor principal stress, respectively K Ratio of radial to axial stress r 0 r =r 0 a ðr 0 3 =r 0 1 Þ K asy ¼ ðr 0 r =r 0 a Þ asy Asymptotic stress ratio, i.e., the stress ratio when the soil reaches the asymptotic state K(h) asy Asymptotic stress ratio corresponding to different h p 0Effective mean principal stress ðr 0 1 þ r 0 2 þ r 0 3 Þ=3; in this studythe triaxial test condition q=p 0 Deviatoric-normal stress ratio u 0 mob Mobilized friction angle for different asymptotic states u 0 h ð Þ mob Mobilized friction angle with different h values e a Axial strain e r Lateral strain e 1 , e 3Major and minor principal strains, respectively e s Deviatoric strain ffiffiffiffiffiffiffiffiffiffiffiffiffiffiffiffiffiffiffiffiffiffiffiffiffiffiffiffiffiffiffiffiffiffiffiffiffiffiffiffiffiffiffiffiffiffiffiffiffiffiffiffiffiffiffiffiffiffiffiffiffiffiffiffiffiffiffiffiffiffiffiffiffi 2½ðe 1 À e 2 Þ 2 þ ðe 2 À e 3 Þ 2 þ ðe 3 À e 1 Þ 2 q =3

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A modification to dense sand dynamic simulation capability of Pastor–Zienkiewicz–Chan model

Cited by 17 publications

References 35 publications

Inspection of two sophisticated models for sand based on generalized plasticity: Monotonic loading and Monte Carlo analysis

Inspection of two sophisticated models for sand based on generalized plasticity: Monotonic loading and Monte Carlo analysis

Modification of the Reloading Plastic Modulus in Generalized Plasticity Models for Soil by Introducing a New Equation for the Memory Parameter in Cyclic Loadings

Experimental investigation of asymptotic state for anisotropic sand

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